Icc-es Evaluation Report
www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council®
DIVISION: 31 00 00–EARTHWORK
Section: 31 63 00–Bored Piles
REPORT HOLDER:
GREGORY ENTERPRISES, INC.
13655 COUNTY ROAD 1570
ADA, OKLAHOMA 74820
(580) 332-9980
ADDITIONAL LISTEE:
RAM JACK MANUFACTURING, LLC
13655 COUNTY ROAD 1570
ADA, OKLAHOMA 74820
EVALUATION SUBJECT:
RAM JACK® FOUNDATION SYSTEMS
1.0 EVALUATION SCOPE
Compliance with the following codes:
2012, 2009, and 2006
International Building Code (IBC)
Properties Evaluated:
Structural and Geotechnical
2.0 USES
Ram Jack® Foundation Systems include a helical pile system and a hydraulically driven steel piling system. The helical pile system is used to transfer compressive, tension, and lateral loads from a new or existing structure to soil bearing strata suitable for the applied loads. The hydraulically driven steel piling system is used to transfer compressive loads from existing foundations to load-bearing soil strata that are adequate to support the downward-applied compression loads. Brackets are used to transfer the loads from the building foundation to the helical pile system or the hydraulically driven steel piling system.
3.0 DESCRIPTION
3.1 General:
The Ram Jack® Foundation Systems consist of either helical piles or hydraulically driven steel pilings connected to brackets that are in contact and connected with the load-bearing foundation of a structure.
3.2 System Components:
3.2.1 Helical Pile System—Lead Shafts With Helical Plates and Extensions: The lead shafts consist of either 27⁄8– or 3½-inch-outside-diameter
(73 or 89 mm) steel pipe having a nominal shaft thickness of 0.217 or
0.254 inch, respectively. Helical-shaped discs, welded to the pipe, advance
the helical piles into the soil when the pile is rotated. The helical
discs (plates) are 8, 10, 12, or 14 inches (203, 254, 305, or 356 mm)
in diameter, and are cut from 3⁄8-inch or ½-inch-thick (9.5
or 12.7 mm) steel plate. The helical plates are pressed, using a hydraulic
press and die, to achieve a 3-inch (76 mm) pitch, and are then shop-welded
to the helical lead shaft. Figure 1 illustrates a typical helical pile.
The extensions have shafts similar to the lead sections, except without
the helical plates. The helical pile lead sections and extensions are
connected together by using an internal threaded pin and box system that
consists of a box shop-welded into the trailing end of the helical lead
or extension sections. Each extension consists of a threaded pin and box
on opposing ends. Figure 2 illustrates the helical pin and box connections.
The lead shafts and extensions are coated with a polyethylene copolymer
coating complying with the ICC-ES Acceptance Criteria for Corrosion Protection
of Steel Foundation Systems Using Polymer (EAA) Coatings (AC228), and
having a minimum coating thickness of 18 mils (0.46 mm) as described in
the approved quality documentation.
3.2.2 Hydraulically Driven Pile System—Pilings, Connectors, Starter,
and Guide Sleeve: The pilings consist of 27⁄8-inch-outside-diameter (73 mm) pipe having
a nominal shaft thickness of 0.217 inch, in either 3-, 5-, or 7-foot-long
(914, 1524, or 2134 mm) sections. Connectors used to connect the pilings
together are 12-inch-long (305 mm), 23⁄8-inch-outside-diameter (60.3
mm) pipe having a nominal shaft thickness of 0.19 inch, shop crimped and
inserted in one end of the piling section so that approximately 6 inches
of the connector extends out of one end of the piling section. During
installation, the subsequent piling section slides over the connector
of the previous piling section. Figure 3 illustrates a typical piling
used in conjunction with a bracket. The starter consists of a 27⁄8-inch-diameter
(73 mm) steel pipe having a nominal shaft thickness of 0.217 inch, and
a 23⁄8-inch-outside-diameter (60.3 mm) pipe having a nominal shaft
thickness of 0.19-inch, which is shop crimped and inserted in one end
of the piling section so that approximately 6 inches of the connector
extends out of one end of the piling section. A 23⁄8-inch-diameter-by-1⁄8-inch-thick
(3.2 mm) by 60.3 mm) ASTM A36 steel soil plug is shop-welded inside the
27⁄8-inch (73 mm) starter section against the 23⁄8-inch (60.3
mm) connector. The starter section is jobsite-installed into the end of
the initial piling and leads the piling in order to expand the soil away
from the piling with a 3½-inch-outside-diameter (89 mm) steel ring
having a nominal wall thickness of 0.254 inch, shop-welded to the starter
section 1 inch (25.4 mm) from the bottom edge to reduce skin friction.
Figure 4 illustrates a typical starter joint. A steel pipe guide sleeve,
shown in Figure 3, is used to laterally strengthen the driven pile. The
starter, guide sleeve, and pilings are coated with polymer coating complying
with AC228 and having a minimum coating thickness of 18 mils (0.46 mm),
as described in the approved quality documentation.
3.2.3 Brackets: Brackets are constructed from steel plate and steel pipe components, whih
are factory-welded together. The different brackets are described in Sections
3.2.3.1 through 3.2.3.7. All brackets are coated with polymer coating
complying with AC228 and having a minimum thickness of 18 mils (0.46 mm),
as described in the approved quality documentation.
3.2.3.1 Support Bracket #4021.1: This bracket is used to support existing concrete foundations supporting
axial compressive loading. The bracket is constructed of a 3⁄<sub8-inch-thick
(9.5 mm) steel plate bent to a 90-degree angle seat measuring 10 inches
(254 mm) wide by 9 inches (229 mm) long on the horizontal leg and 7 inches
(178 mm) on the vertical leg. The seat is factory-welded to a 4½-inch-outside-diameter
(114 mm) steel bracket sleeve having a nominal wall thickness of 0.438
inch. The external guide sleeve, a 3½-inch-outside-diameter (89
mm) steel pipe having a nominal wall thickness of 0.254 inch, is inserted
through the bracket sleeve. The 27⁄8-inch-outside-diameter (73 mm)
pile is inserted through the external guide sleeve. Once the 27⁄8-inch-outside-diameter
(73 mm) pile shaft has been installed throughthe external guide sleeve,
the pile is cut approximately 6 inches above the bracket. Two 1-inch-diameter
(25 mm) all-thread bolts are installed into the matching nuts which are
factory-welded to each side of the bracket sleeve. A 3⁄4-inch-thick
(19 mm) support strap measuring 5 inches (127 mm) long by 2 inches (51
mm) in width is then placed over the all-thread bolts and centered on
top of the pile. The support strap is then attached to the bracket with
two 1-inch (25 mm) hex nuts screwed down on the all-threads. This bracket
can be used with both the helical and driven pile systems. Figure 5 shows
additional details.
3.2.3.2 Support Bracket #4021.55: The bracket is similar to the 4021.1 bracket but is designed to support
larger axial compressive loads from existing structures. The bracket is
constructed of a 3⁄8-inch-thick (9.5 mm) steel plate bent to a 90-degree
angle seat measuring 10 inches (254 mm) wide by 9 inches (229 mm) long
on the horizontal leg and 7 inches (178 mm) on the vertical leg. The seat
is factory-welded to a 5½-inch-outside-diameter (140 mm) steel
bracket sleeve having a nominal wall thickness of 0.375 inch. The external
sleeve, a 4½-inch-outside-diameter (114 mm) steel pipe having a
nominal wall thickness of 0.437 inch, is inserted through the bracket
sleeve. A 3½-inch-outside-diameter (89 mm) pile is inserted through
the external guide sleeve. Once the 3½-inch-outside-diameter (89
mm) pile shaft has been installed through the external guide sleeve, the
pile is cut approximately 6 inches (152 mm) above the bracket. Two 1¼-inch-diameter
(32 mm) all-thread bolts are installed into the matching hex nuts which
are shop-welded to each side of the bracket sleeve. A 2¼-inch-square-bar
support strap is then placed over the all-thread bolts and centered on
top of the pile. The support strap is then attached to the bracket with
two 1¼-inch (32 mm) hex nuts screwed down on the all-threads. Figure
5 shows additional details.
3.2.3.3 Support Bracket #4038.1: This bracket is similar to the 4021.1 bracket but is designed for lighter
loads and is only used with the helical pile system on existing structures
to support axial compressive loads. The bracket is constructed of a 3⁄8-inch-thick
(9.5 mm) steel plate to a 90-degree angle seat measuring 10 inches wide
(254 mm) by 9 inches (229 mm) long on the horizontal leg and 7 inches
(178 mm) long on the vertical leg. The seat is welded to a 3½-inch-outside-diameter
(89 mm) steel bracket sleeve. The 27⁄8-inch-outside-diameter (73
mm) pile is inserted through the bracket sleeve. Once the 27⁄8-inch-outside-diameter
(73 mm) pile has been installed, the pile is cut approximately 6 inches
above the bracket. Two 1-inch-diameter (25 mm) all-thread bolts are installed
in matching nuts which are factory-welded to each side of the bracket
sleeve. A 3⁄4-inch-thick (19 mm) support strap is then placed over
the all-thread bolts and centered on top of the pile. The support strap
is then attached to the bracket with two 1-inch (25 mm) hex nuts screwed
down on the all-threads. Figure 6 shows additional details.
3.2.3.4 Support Bracket #4039.1: This is a low-profile bracket used to underpin existing structures to
support axial compressive loads where the bottom of the footing is approximately
6 inches to 10 inches below grade. The bracket is constructed of a 3⁄8-inch-thick
(9.5 mm) steel plate measuring 10 inches (254 mm) wide by 6.75 inches
(172 mm) long, factory-welded to a 4½-inch-outside-diameter (114
mm) steel bracket sleeve. The external guide sleeve, a 3½-inch-outside-diameter
(89 mm) steel pipe, is inserted through the bracket sleeve. The 27⁄8-inch-outside-diameter
(73 mm) pile is inserted through the external guide sleeve. Once the 27⁄8-inch-outside-diameter
(73 mm) pile has been installed, the pile is cut approximately 6 inches
above the bracket. Two 1-inch-diameter (25 mm) all-thread bolts are installed
in matching hex nuts which are factory-welded to each side of the bracket
sleeve. A 3⁄4-inch-thick (19 mm) support strap is then placed over
the all-thread bolts and centered on top of the pile. The support strap
is then attached to the bracket with two 1-inch (25 mm) hex nuts screwed
down on the all-threads. This bracket can be used with both the helical
and driven pile systems. Figure 7 shows additional details.
3.2.3.5 Slab Bracket #4093: This bracket is used to underpin and raise existing concrete floor slabs
to support axial compressive loading. The slab bracket consists of two
20-inch-long (508 mm) steel channels (long channels) spaced 3½
inches (89 mm) apart, with two sets of 6-inch-long (152 mm) channels (short
channels) welded flange-to-flange (face-to-face) and then factory-welded
to the top side of each end of the long channels. One-quarter-inch-thick-by-4-inch-by-5-inch
(6 mm by 102 mm by 127 mm) steel plates are factory-welded on the bottom
on each end of the long channels. The bracket sleeve is 3½-inch-outisde-diameter
(73 mm) steel tube factory-welded to and centered between the two long
channels. Two 1-inch-diameter 925 mm) coupling hex nuts are factory-welded
to the long channels on each side of the bracket sleeve. Once the 27⁄8-inch-outside-diameter
(73 mm) pile has been installed, the pile is cut approximately 6 inches
above the bracket. Two 1-inch-diameter (25 mm) all-thread bolts are installed
in matching hex nuts which are factory-welded to each side of the bracket
sleeve. A 3⁄4-inch-thick (19 mm) support strap is then placed over
the all-thread bolts and centered on top of the pile. The support strap
is then attached to the bracket with two 1-inch (25 mm) hex nuts screwed
down on the all-threads. This bracket is only used with the helical pile
system. Figure 8 contains additional details.
3.2.3.6 New Construction Brackets #4075.1, #4076.1 and #4079.1 : These brackets are used with the helical pile system in new construction
where the steel bearing plate of the bracket is cast into the new concrete
grade beam, footing or pile cap concrete foundations. The brackets can
transfer compression, tension and lateral loads between the pile and the
concrete foundation. The 4075.1 has a 5⁄8-inch-thick-by-4-inch-wide-by-8-inch-long
(15.9 mm by 102 by 203 mm) bearing plate with two predrilled holes. The
4076.1 has a 1-inch-thick-by-9-inch-wide-by-9-inch-long (25 mm by 229
mm by 229 mm) bearing plate with four predrilled holes. The 4079.1 has
a 5⁄8-inch-thick-by-8-inch-wide-by-8-inch-long (16 mm by 203 by
203 mm) bearing plate with four predrilled holes. The 4075.1 and 4079.1
bracket steel bearing plates are factory-welded to a 3½-inch-outside-diameter
(89 mm) steel sleeve with a predrilled 13⁄16-inch-diameter (20.6
mm) hole. The 4076.1 bracket steel bearing plate is factory-welded to
a 27⁄8-inch-outside-diameter (73 mm) steel sleeve predrilled 13⁄16-inch-diameter
(20.6 mm) holes. The 4075.1 and 4079.1 brackets are used with the 27⁄8-inch-diameter
helical piles. The 4076.1 bracket is used with the 3.5-inch-diameter helical
piles. The bracket is embedded into the foundation unit to provide the
effective cover depth and to transfer the tensile and compressive forces
between steal bearing late and surrounding concrete. The bracket is attached
to the pile shaft with either one or two 3⁄4-inch-diameter (19.1
mm) through-bolts, as shown in Table 3B of this report, to complete the
transfer of tension forces to the pile shaft. Figure 9 contains additional details.
3.2.3.7 #4550.2875.1 Tieback Bracket Assembly: This assembly is used with a helical pile and is only designed for tension
loads. The assembly consists of two major components, a tieback connection
with rod and a tieback plate. The tieback connection is a 23⁄8-inch-diameter
(60 mm) steel sleeve with two predrilled holes to accept through-bolts
for the connection to the helical pile pipe. One end of the steel sleeve
has a 1½-inch-diameter (38 mm) all-thread rod that extends through
the wall being supported. The tieback plate is an 8-inch-deeo (203 mm)
channel with a stiffening plate with a 17⁄8-inch-diameter (48 mm)hole
in its center. The assembly is secured was a 1½-inch-by-½-inch
(38 by 12.7 mm) wedge washer and nut. Figure 10 shows additional details.
3.3 Material Specifications:
3.3.1 Helix Plates: The carbon steel plates conform to ASTM A36, except they have a minimum
yield strength of 50,000 psi (345 MPa) and a minimum tensile strength
of 70,000 psi (483 MPa).
3.3.2 Helical Pile Lead Shafts and Extensions: The lead shafts and extensions are carbon steel round tubes that conform
to ASTM A500, Grade C, except they have a minimum yield strength of 65,000
psi (448 MPa) and a minimum tensile strength of 80,000 psi (552 MPa).
3.3.3 Piling Sections: The piling sections, connectors, starters and guide sleeves are carbon
steel round tube conforming to ASTM A500, Grade C, except they have a
minimum yield strength of 65,000 psi (448 MPa) and a minimum tensile strength
of 80,000 psi (552 MPa).
3.3.4 Brackets:
3.3.4.1 Plates: The 3⁄8-inch- and ½-inch-thick (10 and 12.7 mm) steel plates
used in the brackets conform to ASTM A36, but have a minimum yield strength
of 50,000 psi (345 MPa) and a minimum tensile strength of 70,000 psi (483
MPa). The ¼-inch- and 5⁄8-inch-thick (6.4 and 15.9 mm) steel
plates used in the brackets conform to ASTM A36, having a minimum yield
strength of 36,000 psi (248 MPa) and a minimum tensile strength of 60,000
psi (413 MPa).
3.3.4.2 Channels: The steel channel used in the brackets conforms to ASTM A36, having a
minimum yield strength of 36,000 psi (248 MPa) and a minimum tensile strength
of 60,000 psi (413 MPa).
3.3.5 Sleeves: The carbon steel round tube used in the bracket assembly as a sleeve conforms
to ASTM A500, Grade C, except it has a minimum yield strength of 65,000
psi (448 MPa) and a minimum tensile strength of 80,000 psi (552 MPa).
Threaded Rods, Bolts and Nuts:
3.3.6.1 Helical Piles: The threaded pin and box used in connecting the 27⁄8-inch-diameter
(73 mm) helical lead shafts and extensions together conform to ASTM A322,
Grade 4140, having a minimum yield strength of 95,000 psi (655 MPa) and
a minimum tensilre strength of 148,000 psi (1020 MPa). The threaded pin
and box used in connecting the 3½-inch-diameter (89 mm) helical
lead shafts and extensions together conform to ASTM A29, Grade 1018, having
a minimum yield strength of 32,000 psi (220 MPa) and a minimum tensile
strength of 58,000 psi (400 MPa).
3.3.6.2 All Other Fastening Assemblies (Including Brackets): The threaded rods conform to ASTM A307 and ASTM A449. The nuts conform
to ASTM A563, Grade DH. The threaded rods and nuts are Class B hot-dipped
galvanized in accordance with ASTM A153. Through-bolts used to connect
the new construction bracket and tieback bracket assembly to the pile
to transfer tension forces conform to ASTM A325 Type I and must be hot-dip
galvanized in accordance with ASTM A153.
4.0 DESIGN AND INSTALLATION
4.1 Design:
4.1.1 Helical Pile: Structural calculations and drawings, prepared by a registered design
professional, must be submitted to the code official for each project,
based on accepted engineering principles, as described in IBC Section
1604.4 and 2012 and 2009 IBC Section 1810 and 2006 IBC Section 1808, as
applicable. The load values (capacities) shown in this report are based
on the Allowable Strength Design (ASD) method. The structural analysis
must consider all applicable internal forces (shear, bending moments and
torsional moments, if applicable) due to applied loads, structural eccentricity
and maximum span(s) between helical foundations. The result of the analysis
and the structural capacities must be used to select a helical foundation
system based on the structural and geotechnical demands. The minimum embedment
depth for various loading conditions must be included based on the most
stringent requirements of the following: engineering analysis, tested
conditions described in this report, site-specific geotechnical investigation
report, and site-specific load tests, if applicable. For helical foundation
systems subject to combined lateral and axial (compression or tension)
loads, the allowable strength of the shaft under combined loads must be
determined using the interaction equation prescribed in Chapter H of AISC 360.
A soils investigation report must be submitted to the code official as
part of the required submittal documents, prescribed in Section 107 of
the 2012 IBC and 2009 IBC (2006 IBC Section 106), at the time of permit
application. The geotechnical report must include, but not be limited
to, all of the following:
- A plot showing the location of the soil investigation.
- A complete record of the soil boring and penetration test logs and soil samples.
- A record of soil profile.
- Information on groundwater table, frost depth and corrosion-related parameters, as described in Section 5.5 of this report.
- Soil properties, including those affecting the design such as support conditions of the piles.
- Allowable soil bearing pressure.
- Confirmation of the suitability of helical foundation systems for the specific project.
- Recommendations for design criteria, including but not limited to, mitigation of effects of differential settlement and varying soil strength; and effects of adjacent loads.
- Recommended center-to-center spacing of helical pile foundations, if different from spacing noted in Section 5.11 of this report; and reduction of allowable loads due to the group action, if necessary.
- Field inspection and reporting procedures (to include procedures for verification of the installed bearing capacity, when required).
- Loa test requirements.
- Any questionable soil characteristics and special design provisions, as necessary.
- Expected total and differential settlement.
- The axial compression, axial tension and lateral load soil capacities if values cannot be determined from this evaluation report.
The allowable axial compressive or tensile load of the helical pile system must be based on the least of the following in accordance with 2012 and 2009 IBC Section 1810.3.3.1.9:
- Sum of the areas of the helical bearing plates times the ultimate bearing capacity of the soil or rock comprising the bearing stratum divided by a safety factor of 2. This capacity will be determined by a registered design professional based on site-specific soil conditions.
- Allowable capacity determined from well-documented correlations with installation torque. Section 4.1.1.4 of this report includes torque correlation factors used to establish pile capacities based on documented correlations.
- Allowable capacity from load tests. This capacity will be determined by a registered design professional for each site-specific condition.
- Allowable axial capacity of pile shaft. Section 4.1.1.2 of this report includes pile shaft capacities.
- Allowable axial capacity of pile shaft couplings. Section 4.1.1.2 of this report includes pile shaft coupling capacities.
- Sum of the allowable axial capacity of helical bearing plates affixed to pile. Section 4.1.1.3 of this report includes helical plate axial capacities.
- Allowable axial capacity of the bracket. Section 4.1.1.1 of this report includes bracket capacities.
4.1.1.1 Bracket Capacity: The concrete foundation must be designed and justified to the satisfaction
of the code official with due consideration to the eccentricity of applied
loads, including reactions provided by the brackets, acting on the concrete
foundation, including bearing and punching shear, have been evaluated
in this evaluation report. Other limit states are outside the scope of
this evaluation report and must be determined by the registered design
professional. The effects of reduced lateral sliding resistance due to
uplift from wind or seismic loads must be considered for each project.
Reference Table 1 for the allowable bracket capacity ratings.
4.1.1.2 Pile Shaft Capacity: The top of shafts must be braced as described in 2012 and 2009 IBC Section
1810.2.2, and 2006 IBC Section 1808.2.5. In accordance with 2012 and 2009
IBC Section 1810.2.1, and 2006 IBC Section 1808.2.9, any soil other than
fluid soil must be deemed to afford sufficient lateral support to prevent
buckling of the systems that are braced, and the unbraced length is defined
as the length of piles standing in air, water, or in fluid soils plus
an additional 5 feet (1524 mm) when embedded into firm soil or an additional
10 feet (3048 mm) when embedded into soft soil. Firm soils must be defined
as any soil with a Standard Penetration Test blow count of five or greater.
Soft soils must be defined as any soil with a Standard Penetration Test
blow count greater than zero and less than five. Fluis soils must be defined
as any soil with a Standard Penetration Test blow count of zero [weight
of hammer (WOH) or weight of rods (WOR)]. Standard Penetration Test blow
count must be determined in accordance with ASTM D1586. The shaft capacity
of the helical foundation systems in air, water, and fluid soils must
be determined by a registered design professional. The following are the
allowable stress design (ASD) shaft capacities:
- ASD Compression Capacity: Reference Tables 4A and 4B
- ASD Tension Capacity: 57.5 kips (255.8 kN) for 27⁄8-inch helical pile; 60 kips (266.9 kN) for 3½-inch helical pile
- ASD Lateral: 1.49 kips (6.6 kN) for 27⁄8-inch helical pile; 2.70 kips (12.4 kN) for 3½-inch helical pile
- Torque Rating: 8,200 ft-lb (11 110 5 N-m) for 27⁄8-inch-diameter helical pile; 14,000 ft-lb (18 67 N-m) for 3½-inch-diameter helical pile
The elastic shortening /lengthening of the pile shaft will be controlled
by the strength and section properties of the 27⁄8-inch-diameter
(73 mm) or 3½-inch-diameter (89 mm) piling sections. The elastic
deflection of the 27⁄8-inch-diameter (73 mm) piling will be limited
to 0.010 inch per lineal foot of pile (0.83 millimeter per meter) for
the allowable (compression or tensile) pile capacity of 36.9 kips (164.1
kN). The elastic eflection of the 3½-inch-diameter (89 mm) piling
will be limited to 0.009 inch per linear foot of pile (0.75 millimeter
per meter) for the allowable (compression or tension) pile capacity of
49.0 kips (218 kN). The mechanical properties of the piling sections are
shown in Table 2 and can be used to calculate the anticipated settlements
due to elastic shoretning/lengthening of the pile shaft.
4.1.1.3 Helix Plate Capacity: Up to six helix plates can be placed on a single helical pile. The helix
plates are spaced three times the diameter of the lowest plate apart starting
at the toe of the lead section. For helical piles with more than one helix,
the allowable helix capacity for the helical foundation systems and devices
may be taken as the sum of the least allowable capacity of each individual
helix. The helix plate ASD capacities are as shown in Table 6.
4.1.1.4 Soil Capacity: The allowable axial compressive or tensile soils capacity must be determined
by a registered design professional in accordance with site-specific geotechnical
report, as described in Section 4.1.1, combined with the individual helix
bearing method (Method 1), or from field loading tests conducted under
the supervision of a registered design professional (Method 2). For either
Method 1 or Method 2, the predicted axial load capacities must be confirmed
during the site-specific production installation, such that the axial
load capacities predicted by the torque correlation method are equal to
or greater than what is predicted by Method 1 or 2, described above. The
individual bearing method is determined as the sum of the individual areas
of the helical bearing plates times the ultimate bearing capacity of the
soil or rock comprising the bearing stratum. The design allowable axial
load must be determined by dividing the total ultimate axial load capacity
predicted by either Method 1 or 2, above, divided by a safety factor of
at least 2. The torque correlation method must be used to determine the
ultimate capacity (Qult) of the pile and the minimum installation torque (Equation 1). A factor
of safety of 2 must be applied to the ultimate capacity to determine the
allowable soil capacity (Qall) of the pile (Equation 2).
Qult =
Kt T (Equation 1)
Qall = 0.5Qult (Equation 2)
where:
Kt = Torque correlation factor of 9 ft-1 (29.5 m-1) for 27⁄8-inch-diameter
(73 mm) pile; or 7 ft-1 (22.9 m-1) for 3½-inch-diameter (89 mm) pile.
T = Final installation torque in ft-lbf or N-m. The final installation torque
is defined as the last torque reading taken when terminating the helical
pile installation. The torque measurement can be determined using calibrated
hydraulic guages when used in conjunection with the manufacturer-provided
helical driver torque chart. Other methos of directly measuring final
installation torque include a calibrated load cell, PT-tracker or shear
pin indicator.
The ultimate axial tension soil capacity of the 3½-inch-diameter
pile must not exceed 89.6 kips (398.6 kN) or a maximum allowable axial
tension load of 44.8 kips (199.3 kN).
The lateral capacity of the pile referenced in Section 4.1.1.2 and Table
1 of this report is based on field testing of the 27⁄8-inch-diameter
(73 mm) or the 3½-inch-diameter helical pile with a single 8-inch-diameter
(203 mm) helix plate installed in a firm clay soil, having an average
standard penetration test blow count of 20, at a minimum embedment of
15 feet (4.57 m). For soil conditions other than firm clay, the lateral
capacity of the pile must be determined by a registered design professional.
4.1.2 Drive Pile: Structural calculations and drawings, prepared by a registered design
professional, must be submitted to the code official for each project,
based on accepted engineering principles, as described in 2012 and 2009
IBC Section 1810 and 2006 IBC Section 1808. The design method for steel
components is Allowable Strength Design (ASD), described in IBC Section
1602 and AISC 360 Section B3.4. The structural analysis must consider
all applicable internal forces (shear, bending moments and torsional moments,
if applicable) due to applied loads, structural eccentricity and maximum
span(s) between hydraulically driven steel pilings. The minimum embedment
depth for various loading conditions must be included based on the most
stringent requirements of the following: engineering analysis, allowable
capacities noted in this report, site-specific geotechnical investigation
report, and site-specific load tests, if applicable. For driven steel
foundation systems subject to combined lateral and axial (compression
or tension) loads, the allowable strength of the shaft under combined
loads must be determined using the interaction equation prescribed in
Chapter H of AISC 360. A soil investigation report in accordance with
Section 4.1.1 of this report must be submitted for each project. The soil
interaction capacity between the pile and the soil and the soil effects
of the driven installation must be determined by a registered design professional.
A minimum safety factor of 3 must be applied to the hydraulically driven
pile system. The maximum installation force and working capacity of the
driven pile system must be determined in accordance with Ram Jack’s
installation instructions and as recommended by a registered design professional.
4.2 Installation:
The Ram Jack® Foundation Systems must be installed by Ram Jack® Manufacturing LLC certified and trained installers. The Ram Jack® foundation systems must be installed in accordance with this sec
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